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REVIEWED BLD2023-0511+Structural_Anylsis+4.25.2023_9.16.29_AM+3503162REVIEWED BY CITY OF EDMONDS Client: Carrier Info: Trylon Structural Analysis Report Trylon Project # 207284 Mastec AT&T Mobility Site ID: Site Name: Pace Number(s): February 28, 2023 Rev. 0 WA6272 Harrison MRWOR052781, MRWOR052569, MRWOR052583 PTN Number(s): 3801AOYG34, 3801AOYF4A, 3801AOYFZ2 FA Number: 10037166 Site Address: 9617 Firdale Ave., Edmonds, WA 98020 Site Coordinates: 47.7782222 -122.3618639 Structure Type: FRP Screen/Building Structure Height: 38.0 ft STRUCTURE RATING = 89.6% PASS RECEIVED Apr 25 2023 BLD2023-0511 Reviewed and Approved by: Cliff Abertnathy, P.E. G�! 0 G, 2/2 23 52593 9cq� ��' �GISTERti �SSIDNAL���l 0! Trylon Subject: Dear Mastec, Analysis Date: February 25, 2023 Structural Analysis Report Analysis of the existing rooftop with the modified steeple We have been provided with RF information, photos and sketches of the structure for the above referenced site. AT&T Mobility is proposing to change the equipment configuration on the Proposed FRP Screen Pole. Revised antenna, coax and miscellaneous equipment schematics have been provided to us. We have been asked to evaluate this information to determine whether the pole is adequate to safely support the proposed loading change. O-Calc Pro (Version 5.03), a commercially available analysis software package, was used to create a three- dimensional model of the FRP Screen pole and calculate pole stresses for various loading cases. 1. Source Data Document Type Source Reference Date RFDS AT&T RFDS ID: 4312200 October 15, 2021 Construction Drawings GPD Group Site ID: WA6272 June 17, 2022 Mount Analysis Tryon Project No. 162893 Au ust 26, 2020 2. Analysis Criteria Building Code / Local Code Code Standard Design Wind Speed (mph) Design Wind Speed w/ Ice (mph) Design Ice Thickness (in) Risk Category/Structure Class Exposure Category Topographic Factor, K:t Seismic Response Acceleration, Ss(g) Seismic Response Acceleration, S, (g) 2018 IBC / 2018 WASBC ASCE 7-16 98 30 1.0 B 1 1.279 0.448 2 1 P a g e 1825 W. Walnut Hill Lane, Suite 120 Irving, Texas 75038 :: Trylon Analysis Date: February 25, 2023 3. Final Loading Configuration Equipment CL (ft) Qty. - Manufacturer Mode M Carrier 38.5 3 Nokia AEQK 3 ACE XXQLH-654L8H6-IVT 3 Nokia AHLBA 3 Nokia AHFIB 31.0 3 ALU RRH4X25-WCS-4R AT&T Mobility 6 Kathrein 782 11288 2 Raycap DC6 Ground 3 Nokia AHCA 3 1 P a g e 1825 W. Walnut Hill Lane, Suite 120 Irving, Texas 75038 0! Trylon Analysis Date: February 25, 2023 4. Standard Conditions for Providing Structural Consulting Services on Existing Structures 1) Mounting hardware is analyzed to the best of our ability using all information that is provided or can be obtained during fieldwork (if authorized by client). If the existing conditions are not as we have represented in this analysis, we should be contacted to evaluate the significance of the deviation and revise the assessment accordingly. 2) The structural analysis has been performed assuming that hardware is in "like new" condition. No allowance was made for excessive corrosion, damaged or missing structural members, loose bolts, misaligned parts, or any reduction in strength due to the age or fatigue of the product. 3) The structural analysis provided is an assessment of the primary load carrying capacity of the hardware. We provide a limited scope of service. In some cases, we cannot verify the capacity of every weld, plate, connection detail, etc. In some cases, structural fabrication details are unknown at the time of our analysis, and the detailed field measurement of some of the required details may not be possible. In instances where we cannot perform connection capacity calculations, it is assumed that the existing manufactured connections develop the full capacity of the primary members being connected. 4) We cannot be held responsible for mounting hardware that is installed improperly or hardware that is loose or has a tendency of working loose over the lifetime of the mounting hardware. Our analysis has been performed assuming fully tightened connections, and proper installation and symmetry of the mounting hardware per manufacturer's instructions. 5) The structural analysis has been performed using information currently provided by the client and potentially field verified. We have been provided with a mounting arrangement for all telecommunications equipment, including antennas RRH's, TMA's, RRU's, diplexers, surge protection devices, etc. Our analysis has been based upon a particular mounting arrangement. We are not responsible for deviations in the mounting arrangement that may occur over time. If deviations in equipment type or mounting arrangements are proposed, then we should be contacted to revise the recommendations of this structural report. 6) We cannot be held responsible for temporary and unbalanced loads on mounting hardware. Our analysis is based on a particular mounting arrangement or as -built field condition. We are not responsible for the methods and means of how the mounting arrangement is accomplished by the contractor. These methods and means may include rigging of equipment or hardware to lift and locate, temporary hanging of equipment in locations other than the final arrangement, movement and tie off of tower riggers, personnel, and their equipment, etc. 7) Steel grade and strength is unknown and cannot be field tested. We cannot be held responsible for equipment manufactured from inferior steel or bolts. Our analysis assumes that standard structural grade steel has been used by the equipment manufacturer for all assembled parts of the mounting apparatus. Acceptable steels and connection components are specified by the American Institute of Steel Construction. It is assumed all welded connections are performed in the shop under the latest American Welding Society Code. No field welds are permitted or assumed for the existing premanufactured equipment. 8) Steel grades have been assumed as follows, unless noted otherwise: Assumed Steel Grades Channel, Solid Round, Angle, Plate ASTM A36 GR 36 HSS (Rectangular) ASTM 500 GR B-46 Pipe ASTM A53 GR 35 Connection Bolts ASTM A325 U-Bolts, Threaded Rods SAE J429 Gr. 2 4 1 P a g e 1825 W. Walnut Hill Lane, Suite 120 Irving, Texas 75038 0! Trylon 5. Analysis Results Analysis Date: March 1, 2023 Structure CL (ft.) Component % Capacity Pass/Fail Notes 38.0 Rooftop 89.6 Pass 1 Structure Rating = 89.6% Notes: 1) See additional documentation in "Appendix A — Additional Calculations" for calculations supporting the % capacity consumed. 6. Conclusions and Recommendations Based on the information provided, our calculations conclude that the Proposed AT&T Mobility FRP Screen and existing rooftop have sufficient capacity to carry the final loading configuration. • Rooftop assumed to be a 5.125"x12" x 15' Maximum span Glulam Beam 5 1 P a g e 1825 W. Walnut Hill Lane, Suite 120 Irving, Texas 75038 Trylon APPENDIX ADDITIONAL CALCULATIONS 1825 W. Walnut Hill Lane, Suite 120 Irving, Texas 75038 Analysis Date: February 25, 2023 6 1 P a g e Trylon ' ` A 1825 W. Walnut Hill Lane Suite 120 Irving. TX 75038 TIA LOAD CALCULATOR 2.2 PROJECT Job Code: 207824 Carrier Site ID: 74953 Carrier Site Name: Harrison CODESD•-D Building Code: 2018 IBC Local Building Code: 2018 WASBC Design Standard: TIA-222-H STRUCTURE DETAILS Mount Type: Rooftop -- Mount Elevation: 31.0 ft. Number of Sectors: 3 -- Structure Type: Building -- Structure Height: 38.0 Ift. ANALYSIS CRITERIA Structure Risk Category: II -- Exposure Category: B Site Class: D - Default -- Ground Elevation: 388.43 ft. TOPOGRAPHICDATA Topographic Category: 1.00 -- Topographic Feature: N/A -- Crest Point Elevation: 0.00 ft. Base Point Elevation: 0.00 ft. Crest to Mid -Height (L/2): 0.00 ft. Distance from Crest (x): 0.00 ft. Base Topo Factor (K,t): 1.00 -- Mount Topo Factor (Kt): 1.00 -- WIND PARAMETERS Design Wind Speed: 98 mph Wind Escalation Factor (Ks): 1.00 -- Velocity Coefficient (KZ): 0.71 -- Directionality Factor (Kd): 0.95 -- Gust Effect Factor (Gh): 1.00 -- Shielding Factor (Ka): 0.90 -- Velocity Pressure (q,): 16.29 psf Ground Elevation Factor (Ke):1 0.99 -- ICE PARAMETERS Design Ice Wind Speed: 30 mph Design Ice Thickness (t): 1.00 in Importance Factor (I): 1.00 -- Ice Velocity Pressure (q,j): 2.14 psf Mount Ice Thickness (ti,): 0.99 lin CALCULATIONSWIND STRUCTURE Flat Member Pressure: 1 29.32 psf Round Member Pressure: 17.59 psf Ice Wind Pressure: 1 2.32 psf SEISMIC PARAMETERS Importance Factor (le): 1.00 -- Short Period Accel .(Ss): 1.28 g 1 Second Accel (Sj): 0.45 g Short Period Des. (SDS): 1.02 g 1 Second Des. (Spy ): 0.55 g Short Period Coeff. (Fa): 1.20 -- 1 Second Coeff. (F"): 1.85 -- Response Coefficient (Cs): 0.51 -- Amplification Factor (AS): 3.00 -- 1825 W. Walnut Hill Lane, Suite 120 Irving, Texas 75038 LOAD COMBINATIONS FLRFD1 01 1 Description "Mi 1.4DL 2 1.2DL + 1 WL 0 AZI 3 1.2DL + 1 WL 30 AZI 4 1.2DL + 1 WL 45 AZI 5 1.2DL + 1 WL 60 AZI 6 1.2DL + 1 WL 90 AZI 7 1.2DL + 1 WL 120 AZI 8 1.2DL + 1 WL 135 AZI 9 1.2DL + 1 WL 150 AZI 10 1.2DL + 1 WL 180 AZI 11 1.2DL + 1 WL 210 AZI 12 1.2DL + 1 WL 225 AZI 13 1.2DL + 1 WL 240 AZI 14 1.2DL + 1 WL 270 AZI 15 1.2DL + 1 WL 300 AZI 16 1.2DL + 1 WL 315 AZI 17 1.2DL + 1 WL 330 AZI 18 0.9DL + 1 WL 0 AZI 19 0.9DL + 1 WL 30 AZI 20 0.9DL + 1 WL 45 AZI 21 0.9DL + 1 WL 60 AZI 22 0.9DL + 1 WL 90 AZI 23 0.9DL + 1 WL 120 AZI 24 0.9DL + 1 WL 135 AZI 25 0.9DL + 1 WL 150 AZI 26 0.9DL + 1 WL 180 AZI 27 0.9DL + 1 WL 210 AZI 28 0.9DL + 1 WL 225 AZI 29 0.9DL + 1 WL 240 AZI 30 0.9DL + 1 WL 270 AZI 31 0.9DL + 1 WL 300 AZI 32 0.9DL + 1 WL 315 AZI 33 0.9DL + 1 WL 330 AZI 34 1.2DL + 1 DLi + 1 WLi 0 AZI 35 1.2DL + 1 DLi + 1 WLi 30 AZI 36 1.2DL + 1 DLi + 1 WLi 45 AZI 37 1.2DL + 1 DLi + 1 WLi 60 AZI 38 1.2DL + 1 DLi + 1 WLi 90 AZI 39 1.2DL + 1 DLi + 1 WLi 120 AZI 40 1.2DL + 1 DLi + 1 WLi 135 AZI 41 1.2DL + 1 DLi + 1 WLi 150 AZI 42 1.2DL + 1 DLi + 1 WLi 180 AZI 43 1.2DL + 1 DLi + 1 WLi 210 AZI 44 1.2DL + 1 DLi + 1 WLi 225 AZI 45 1.2DL + 1 DLi + 1 WLi 240 AZI 46 1.2DL + 1 DLi + 1 WLi 270 AZI 47 1.2DL + 1 DLi + 1 WLi 300 AZI 48 1.2DL + 1 DLi + 1 WLi 315 AZI 49 1.2DL + 1 DLi + 1 WLi 330 AZI 50 (1.2+0.2Sds) + 1.0E 0 AZI 51 (1.2+0.2Sds) + 1.0E 30 AZI 52 (1.2+0.2Sds) + 1.0E 45 AZI 53 (1.2+0.2Sds) + 1.0E 60 AZI 54 (1.2+0.2Sds) + 1.0E 90 AZI 55 (1.2+0.2Sds) + 1.0E 120 AZI 56 (1.2+0.2Sds) + 1.0E 135 AZI 57 (1.2+0.2Sds) + 1.0E 150 AZI 58 (1.2+0.2Sds) + 1.0E 180 AZI 59 (1.2+0.2Sds) + 1.0E 210 AZI 60 (1.2+0.2Sds) + 1.0E 225 AZI 61 (1.2+0.2Sds) + 1.0E 240 AZI 62 (1.2+0.2Sds) + 1.0E 270 AZI 63 (1.2+0.2Sds) + 1.0E 300 AZI 64 (1.2+0.2Sds) + 1.0E 315 AZI 65 (1.2+0.2Sds) + 1.0E 330 AZI 66 (0.9-0.2Sds) + 1.0E 0 AZI 67 (0.9-0.2Sds) + 1.0E 30 AZI 68 (0.9-0.2Sds) + 1.0E 45 AZI 69 (0.9-0.2Sds) + 1.0E 60 AZI 70 (0.9-0.2Sds) + 1.0E 90 AZI 71 (0.9-0.2Sds) + 1.0E 120 AZI 72 (0.9-0.2Sds) + 1.0E 135 AZI 73 (0.9-0.2Sds) + 1.0E 150 AZI 74 (0.9-0.2Sds) + 1.0E 180 AZI 75 (0.9-0.2Sds) + 1.0E 210 AZI 76 (0.9-0.2Sds) + 1.0E 225 AZI 77 (0.9-0.2Sds) + 1.0E 240 AZI 78 (0.9-0.2Sds) + 1.0E 270 AZI 79 (0.9-0.2Sds) + 1.0E 300 AZI 80 (0.9-0.2Sds) + 1.0E 315 AZI 81 (0.9-0.2Sds) + 1.0E 330 AZI 82-81 1.2D + 1.5 Lv1 1825 W. Walnut Hill Lane, Suite 120 Irving, Texas 75038 " 89 1.21D + 1.51-m + 1.OWm 0 AZI - MP1 90 1.21D + 1.51-m + 1.OWm 30 AZI - MP1 91 1.21D + 1.51-m + 1.OWm 45 AZI - MP1 92 1.21D + 1.51-m + 1.OWm 60 AZI - MP1 93 1.21D + 1.51-m + 1.OWm 90 AZI - MP1 94 1.21D + 1.51-m + 1.OWm 120 AZI - MP1 95 1.21D + 1.5Lm + 1.OWm 135 AZI - MP1 96 1.21D + 1.5Lm + 1.OWm 150 AZI - MP1 97 1.21D + 1.5Lm + 1.OWm 180 AZI - MP1 98 1.21D + 1.51-m + 1.OWm 210 AZI - MP1 99 1.21D + 1.5Lm + 1.OWm 225 AZI - MP1 100 1.21D + 1.51-m + 1.OWm 240 AZI - MP1 101 1.21D + 1.5Lm + 1.OWm 270 AZI - MP1 102 1.21D + 1.51-m + 1.OWm 300 AZI - MP1 103 1.21D + 1.5Lm + 1.OWm 315 AZI - MP1 104 1.21D + 1.5Lm + 1.OWm 330 AZI - MP1 105 1.21D + 1.5Lm + 1.OWm 0 AZI - MP2 106 1.21D + 1.51-m + 1.OWm 30 AZI - MP2 107 1.21D + 1.51-m + 1.OWm 45 AZI - MP2 108 1.21D + 1.51-m + 1.OWm 60 AZI - MP2 109 1.21D + 1.51-m + 1.OWm 90 AZI - MP2 110 1.21D + 1.51-m + 1.OWm 120 AZI - MP2 111 1.21D + 1.5Lm + 1.OWm 135 AZI - MP2 112 1.21D + 1.5Lm + 1.OWm 150 AZI - MP2 113 1.21D + 1.5Lm + 1.OWm 180 AZI - MP2 114 1.2D+1.5Lm+1.OWm210AZI -MP2 115 1.21D + 1.5Lm + 1.OWm 225 AZI - MP2 116 1.21D + 1.51-m + 1.OWm 240 AZI - MP2 117 1.21D + 1.5Lm + 1.OWm 270 AZI - MP2 118 1.21D + 1.51-m + 1.OWm 300 AZI - MP2 1191 1.21D + 1.5Lm + 1.OWm 315 AZI - MP2 1201 1.21D + 1.5Lm + 1.OWm 330 AZI - MP2 = 0 - 0 & 121 1.21D + 1.5Lm + 1.OWm 0 AZI - MP3 122 1.21D + 1.51-m + 1.OWm 30 AZI - MP3 1231 1.21D + 1.51-m + 1.OWm 45 AZI - MP3 124 1.21D + 1.51-m + 1.OWm 60 AZI - MP3 125 1.21D + 1.51-m + 1.OWm 90 AZI - MP3 126 1.21D + 1.5Lm + 1.OWm 120 AZI - MP3 127 1.21D + 1.5Lm + 1.OWm 135 AZI - MP3 1281 1.21D + 1.5Lm + 1.OWm 150 AZI - MP3 129 1.21D + 1.5Lm + 1.OWm 180 AZI - MP3 130 1.21D + 1.5Lm + 1.OWm 210 AZI - MP3 131 1.21D + 1.5Lm + 1.OWm 225 AZI - MP3 132 1.21D + 1.5Lm + 1.OWm 240 AZI - MP3 133 1.21D + 1.5Lm + 1.OWm 270 AZI - MP3 134 1.21D + 1.5Lm + 1.OWm 300 AZI - MP3 1351 1.21D + 1.5Lm + 1.OWm 315 AZI - MP3 136 1.21D + 1.5Lm + 1.OWm 330 AZI - MP3 137 1.21D + 1.5Lm + 1.OWm 0 AZI - MP4 138 1.21D + 1.51-m + 1.OWm 30 AZI - MP4 139 1.21D + 1.51-m + 1.OWm 45 AZI - MP4 1401 1.21D + 1.51-m + 1.OWm 60 AZI - MP4 141 1.21D + 1.51-m + 1.OWm 90 AZI - MP4 142 1.21D + 1.5Lm + 1.OWm 120 AZI - MP4 143 1.21D + 1.5Lm + 1.OWm 135 AZI - MP4 144 1.21D + 1.5Lm + 1.OWm 150 AZI - MP4 145 1.21D + 1.5Lm + 1.OWm 180 AZI - MP4 146 1.2D+1.5Lm+1.OWm210AZI -MP4 1471 1.21D + 1.5Lm + 1.OWm 225 AZI - MP4 148 1.21D + 1.5Lm + 1.OWm 240 AZI - MP4 149 1.21D + 1.5Lm + 1.OWm 270 AZI - MP4 150 1.21D + 1.5Lm + 1.OWm 300 AZI - MP4 151 1.21D + 1.5Lm + 1.OWm 315 AZI - MP4 152 1.21D + 1.5Lm + 1.OWm 330 AZI - MP4 *This page shows an example of maintenance loads for (4) pipes, the number of mount pipe LCs may vary per site 1825 W. Walnut Hill Lane, Suite 120 Irving, Texas 75038 EQUIPMENT LOADING Appurtenance Name T Qty. T Elevation [ft]Iff P EPA N (f ) JPA T M2) Weight (Ibs) 11 . ' . © ' •1'1 1825 W. Walnut Hill Lane, Suite 120 Irving, Texas 75038 EQUIPMENT LOADING FCONT.I Appurtenance Name Qty. Elevation IN PA N M2) EPA T (ft2) Weight (Ibs) 1825 W. Walnut Hill Lane, Suite 120 Irving, Texas 75038 EQUIPMENT WIND CALCULATIONS EleIft] �ft] ---- Appurtenance Name Qty. M ©® �� •• 1825 W. Walnut Hill Lane, Suite 120 Irving, Texas 75038 EQUIPMENT LATERAL WIND FORCE CALCULATIONS Appurtenance Name ��-- k_24000 0 270° _Ak3000 _Ak 3300_ �� 1 11 1 11 1 11 1 11 1 11 1 11 11 • • ©� 1 11 1 11 1 11 1 11 1 11 1 11 �� 1 11 1 11 1 11 1 11 1 11 1 11 �� 1 11 1 11 1 11 1 11 1 11 1 11 ' ©� 1 11 1 11 1 11 1 11 1 11 1 11 �� 1 11 1 11 1 11 1 11 1 11 1 11 ©� 1 11 1 11 1 11 1 11 1 11 1 11 �� 1 11 1 11 1 11 1 11 1 11 1 11 :: ©� 1 11 1 11 1 11 1 11 1 11 1 11 �� 1 11 1 11 1 11 1 11 1 11 1 11 • 4: •1 :: ©� 1 11 1 11 1 11 1 11 1 11 1 11 �� 1 11 1 11 1 11 1 11 1 11 1 11 1825 W. Walnut Hill Lane, Suite 120 Irving, Texas 75038 EQUIPMENT LATERAL WIND FORCE CALCULATIONS [CONT.I Appurtenance Name --� 60° 2400 F 90°0 2700 1200 3000 1500 3300 1825 W. Walnut Hill Lane, Suite 120 Irving, Texas 75038 EQUIPMENT SEISMIC FORCE CALCULATIONS Appurtenance Name ' Elevation [ft] eig &Ibsht 11 • : • •1 .. ,. • • D .4:•1 1 1825 W. Walnut Hill Lane, Suite 120 Irving, Texas 75038 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Roof check.ec6 LIC# : KW-06017786, Build:20.22.10.25 (c) ENERCALC INC 1983-2022 DESCRIPTION: 5 1/8 x 12 GLB CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Fb + 1000 psi E : Modulus of Elasticity Load Combination IBC 2021 Fb - 1000 psi Ebend- xx 1700ksi Fc - Prll 1500 psi Eminbend - xx 620 ksi Wood Species Douglas Fir -Larch Fc - Perp 625 psi Wood Grade No.1 Fv 180 psi Ft 675 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling D(1.75) D(0.03) L(0 05) S(0.05) 5.125x12 Span = 15.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loading Uniform Load : D = 0.0150, L = 0.0250, S = 0.0250 ksf, Tributary Width = 2.0 ft, (Design) Point Load : D = 1.750 k @ 7.50 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.896 1 Maximum Shear Stress Ratio = 0.201 : 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb: Actual = 896.33 psi fv: Actual = 36.17 psi F'b = 1,000.00 psi F'v = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.500ft Location of maximum on span = 14.015ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.046 in Ratio = 3942 -360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.278 in Ratio = 646 -180 Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx Cv Cfu C i C r M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.843 0.174 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 7.78 759.1 900.0 1.16 28.2 162.0 +D+L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.896 0.201 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 9.19 896.3 1,000.0 1.48 36.2 180.0 +D+S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.779 0.175 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 9.19 896.3 1,150.0 1.48 36.2 207.0 +D+0.750L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.690 0.152 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 8.84 862.0 1,250.0 1.40 34.2 225.0 +D+0.750L+0.750S 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Roof check.ec6 LIC# : KW-06017786, Build:20.22.10.25 (c) ENERCALC INC 1983-2022 DESCRIPTION: 5 1/8 x 12 GLB Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CV Cfu C i C r M fb F'b V fv F'v Length = 15.0 ft 1 0.839 0.194 1.15 1.00 1.00 1.00 1.000 1.00 1.00 1.00 9.89 964.9 1,150.0 1.65 40.1 207.0 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.285 0.059 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.67 455.5 1,600.0 0.69 16.9 288.0 Overall Maximum Deflections Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.2785 7.555 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.762 1.762 Max Upward from Load Combinations 1.762 1.762 Max Upward from Load Cases 1.200 1.200 D Only 1.200 1.200 +D+L 1.575 1.575 +D+S 1.575 1.575 +D+0.750L 1.481 1.481 +D+0.750L+0.750S 1.762 1.762 +0.60D 0.720 0.720 L Only 0.375 0.375 S Only 0.375 0.375 ASCE ASCE 7 Hazards Report AMERICAN SOCIM OF CIVIL ENGINEERS Address: Standard: ASCE/SE17-16 Latitude: 47.778222 No Address at This Location Risk Category: II Longitude:-122.361864 Soil Class: D - Default (see Elevation: 388.43 ft (NAVD 88) Section 11.4.3) Wind Results: Wind Speed 98 Vmph 10-year MRI 67 Vmph 25-year MRI 74 Vmph 50-year MRI 78 Vmph 100-year MRI 83 Vmph Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2 Date Accessed: Fri Nov 18 2022 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2. https://asce7hazardtoo1.onIine/ Page 1 of 3 Fri Nov 18 2022 E® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Default (see Section 11.4.3) Results: SS 1.279 Sp, N/A S, 0.448 T L 6 Fa 1.2 PGA: 0.542 Fv N/A PGA M : 0.65 S MS 1.535 F PGA 1.2 SM1 N/A le 1 SIDS : 1.023 CV 1.356 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Fri Nov 18 2022 Date Source: USGS Seismic Design Maps hftps:Hasce7hazardtool.online/ Page 2 of 3 Fri Nov 18 2022 ASCE® AMERICAN SOCIM OF CIVIL ENGINEERS Ice Results: Ice Thickness: Concurrent Temperature Gust Speed Data Source: Date Accessed: 1.00 in. 25 F 30 mph Standard ASCE/SEI 7-16, Figs. 10-2 through 10-8 Fri Nov 18 2022 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 500-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. 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To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Fri Nov 18 2022